IRJET- Study on Fibre Reinforced Polymer Beams with BFRP Wrapping

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072
© 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 1325
Study on Fibre Reinforced Polymer Beams with BFRP Wrapping
Durgadevi S1, Arunkumar S2, Mohamed Salman Fareesh S3, Adheel Bava Sulaiman4
1Assistant Professor, Dept. of Civil Engineering, Bannari Amman Institute of Technology, Erode,
Tamilnadu, India
2,3,4Student, Dept. of Civil Engineering, Bannari Amman Institute of Technology, Erode, Tamilnadu, India
----------------------------------------------------------------***---------------------------------------------------------------
Abstract - In this study, research was conducted in order
to determine the effectiveness of rehabilitating corroded
steel beams using BFRP fabric. The fundamental objectives
of this research study are the following: The change in load-
carrying capacity of corroded steel beams after
rehabilitation using BFRP can be determined. Any changes
in ductility due to the rehabilitation can be determined .To
model the behaviour of rehabilitated beams using finite
element analysis. To determine the optimum thickness of
BFRP needed for different percentages of corrosion using
finite element models. The various characteristics of the
beams with BFRP wrapping along with the failure mode and
crack pattern were also studied.
Key Words: FIBRE REINFORCED POLYMER, BASALT
FIBRE, RC RETROFITTING, BEHAVIOUR OF BEAMS,
LOAD CARRYING CAPACITY
1. INTRODUCTION
In the past few years, there is a significant focus on
developing and inventing new sustainable more efficient
materials to replace traditional steel reinforced bars
(rebar) that are used in concrete structural elements. This
is predominately due to deterioration of concrete
structures being caused by the corrosion of the steel rebar
inside the structure (American Concrete Institute
Committee 440, 2006). The ability of Basalt Fibre
Reinforced Polymer (BFRP) to be used for structural
application in concrete beams has been investigated in
several studies. The variable findings in these studies
implicated that a further refined experimental model
needed to be developed to produce results that are more
robust (Fan & Zhang, 2016; Gohnert, Gool& Benjamin,
2014; Lapko& Urbanski, 2014). Along these lines, the
general point of this examination was to improve the
present comprehension of BFRP rebar solid beams’
flexural behavior. The following objectives were outlined
in this study to meet the overall aim: right off the bat, to
decide the mechanical properties of BFRP rebar and
contrast them and the mechanical properties of steel
rebar. Secondly, to investigate how different BRFP rebar
reinforcement setups affect the flexural performance of
the concrete beam. Thirdly, to determine whether and
how the slippage phenomenon affects flexural behaviour
and load taking capacity of BFRP rebar reinforced
concrete beams. Lastly, to test the level of accuracy of
traditional steel reinforcement design principles used to
design the BFRP rebar reinforced concrete beams.
Fibre Reinforced Polymers (FRPs) are composite materials
containing an epoxy matrix reinforced with fibres.
Common types of FRPs are Carbon (CFRP), Glass (GFRP),
Aramid(AFRP) and Basalt (BFRP). Due to its high strength-
to-weight ratio, the use of FRPs has been beneficial for the
rehabilitation of structures in recent years. Basalt rocks
are melted, and then drawn through bushings to create
filaments. These filaments are easily manufactured to
create fabrics. Due to its composition of rock, Basaltfabrics
are corrosion resistant and environmentally friendly. In
this study, the effectiveness of Basalt fabrics for
rehabilitating corroded steel beams is explored.
1.1 Objectives
In order to determine the effectiveness of rehabilitating
corroded steel beams using BFRP fabric. The objectives of
this research study are the following:
a) To determine the change in load-carrying capacity of
corroded steel beams after
rehabilitation using BFRP.
b) To determine any changes in ductility due to the
rehabilitation.
c) To model the behaviour of rehabilitated beams using
finite element analysis.
d) To determine the optimum thickness of BFRP needed
for different percentages of corrosion using finite element
models.
2. MATERIALS USED
2.1 Concrete
In the present , typical bond of 53 OPC evaluation
conventionalist to IS 12269-1987 was utilized. locally
available clean stream sand are utilized in this work. The
coarse total was pulverized (precise) blend traditionalist to
IS 383:1970. The most size of total considered was 20
millimeter ,it demonstrates all the texture properties and
that were assessed with the assistance of tests in the lab,
according to Indian Standard details . In understanding ,the
blend proportion weight of cement:sand:coarse total was
observed to be 1:1.85:3.1 and water-concrete proportion is
0. The usefulness tests performed with this water bond
quantitative connection, that droop investigate worth of
36.5mm and has 9 scope of solid shapes were moreover

threw utilizing the communicated consolidate extent and
water concrete proportion, and hence the normal comp.
quality for 7 days was 18.25 N/mm2 , for 14 days was 26
N/mm2 and for 28 days was 32 N/mm2.
2.2 Reinforcement
In this, Fe 415 HYSD of eight millimeter remove over,
exceptional yield quality, and hot rolled twisted bars
having trademark nature of 415 N/mm2 are utilized 3 test
of bars were put inside the UTM one when another and
tried for his or her lastingness. it had been discovered the
bars had normal yield quality of 390 N/mm2 .Thus
utilization of the bar example as support was sheltered.
Metal Fe 415 of eight millimeter distance across bars are
utilized for the longitudinal support with respect to giving
stirrups.
2.3 Epoxy Resin
The Most of the epoxy pitch primarily relies upon the
execution utilized for holding of FRP to solid surface
different sorts of epoxy saps with a huge scope of
mechanical properties are economically accessible inside
the market. The applications for epoxy-based materials are
broad and incorporate coatings, cements and composite
materials, for example, those utilizing carbon fiber and
fiberglass fortifications. These epoxy saps are ordinarily
accessible in 2 segments, a pitch and a hardener. The tar
and hardener utilized in this investigation are Armladite LY
566 and Hardan HY 951 separately in a very extent of 10:1.
2.4 Fibre Reinforced Polymer
The Basalt fiber reinforced polymer (BFRP )was created in
2-directional-twin type. It is naturally available and it is
derived from Basalt rock that is formed by solidification of
lava that comes out during volcanic eruption. Table 1
which shows the various properties of BFRP.
Table-1: PROPERTIES OF BFRP
Fig -1: Basalt Fibre
3. LITERATURE REVIEW
3.1 BFRP Rebar Concrete Beams Subjected To Flexure
Research into alternatives to steel rebar to replace
traditional rebar used in concrete structural elements have
included basalt, glass, carbon and aramid rebar (Dhand et
al., 2015; Fiore et al., 2015; Gohnert, Gool& Benjamin,
2014; Lapko & Urbanski, 2014; Urbanski, Lapko &
Garbacz., 2013). It has been found that the performance of
glass, carbon and aramid as rebar are affected by the
alkaline environment within the concrete causing them to
breakdown, whereas basalt as an alternative does not
break down in the alkaline environment (Fan & Zhang,
2016). Basalt is a naturally occurring volcanic rock that
originates from frozen lava that can be found in abundance
in the Earth's crust. Basalt Fibre Reinforced Polymer
(BFRP) rebar is formed by crushing basalt rock into a
powder which is then heated to melting point
(approximately 1450 degrees Celsius). A fine nozzle is then
used to extrude the molten material to form a thin
continuous strand. These strands are bundled and bound
together by using a polymeric compound, to produce long
straight rebars.
3.2 Corrosion
Corrosion is one of the main causes of deterioration for
steel structures. The five mostacommon types of corrosion
are; uniform corrosion, galvanic corrosion, crevice
corrosion, pitting corrosion, and stress-induced corrosion.
Uniform corrosion causes a uniform loss of area
throughout the member. Galvanic corrosion is caused by
the contact of two dissimilar materials in a conductive
medium. Crevice corrosion is caused by a
microenvironment which leads to the depletion of oxygen
within the crevice. Pitting corrosion causes small pits to
form on the metal and these small pits penetrate deep into
the metal, while showing little signs of corrosion on the
outside. Stress-induced corrosion forms in areas where the
stress concentration of the metal is higher. Localized
corrosion types (pitting, crevice, and stress-induced
corrosion) are more dangerous due to the accelerated rate
of corrosion in a localized environment. However, all of
these types of corrosion cause a loss of mass and thus,
decreases the load-carrying capacity of particular member.
In order for a member to be structurally sufficient, the
corrosion of the member needs to be repaired
(rehabilitated) or entire corroded member must be
replaced with a new member.

3.3 Flexural Repair Using BFRP Fabrics
BFRP materials are relatively new to the construction
industry and hence, a limited number of research papers
on use of BFRP products in rehabilitation of damaged
structures are available. Research articles on the use of
BFRP fabrics for the rehabilitation of steel structures were
not found. However, some studies were conducted using
BFRP fabrics rehabilitation/strengthening of concrete
beams. This section briefly discusses the results of these
studies, as relative to the objectives of this research. For
alkali resistance and weathering resistance
3.4 Composite Materials
Composite materials are often the combination of two
different constituents which when combined, gives the
material unique properties. A composite can be defined as
the combination of a matrix (epoxy, polyester, polyimide
etc.) and reinforcement (glass, aramid, carbon etc.). The
reinforcement is responsible for bearing the load and the
matrix material is responsible for transferring the load
evenly to the reinforcement. Composite materials have
been used for centuries, mainly to improve undesirable
properties of individual materials. For example, using steel
to reinforce concrete due to the weak nature of concrete
under tensile loads. Another composite material is
fiberglass ,which has a plastic matrix and glass as
reinforcement. The plastic matrix allows the composite
material to be bent, which would normally fracture the
glass fibres
3.5 Fibre Reinforced Polymers (FRP)
Fibre Reinforced Polymers are composite materials which
use various types of fibre as the reinforcement and many
type of adhesives as matrix. Some of the different types of
fibres are carbon, aramid, glass, and basalt. The matrix
usually consists of epoxy; however, polyester, polyimide
etc. are used for different applications. For example,
polyimide is a heat-resistant material and has found uses in
electrical and aerospace industries. Due to the high variety
of available epoxies and fibres, different combinations of
FRPs can be produced to satisfy the strengthening
requirements of various projects.
4. EXPERIMENTAL PROCEDURE
4.1 Materials Used For Experimental Work
The materials which were used in this study included OPC,
Fine aggregate (Msand), Coarse aggregates, water, CFRP
,BFRP sheets and epoxy resin. The cement used was 53
grade OPC conforming to IS 12269:2013. The fine
aggregate that is used in the was M-sand(manufactured
sand). The size of coarse aggregate that was used is 20mm.
The water that is used for curing process and mixing for
specimens was Potable water thoroughout the experiment.
Unidirectional CFRP & BFRP sheets of thickness 0.3mm
were used respectively. Arladite AW106 with Hardener HV
953 IN was used as epoxy resin for binding of FRP sheets to
concrete and to bind layers of FRP sheets together .To get
adequate binding property equal amounts of Arladite and
Hardener were mixed properly.
4.2 Usage of Carbon for Flexural Rehabilitation
Corroded Steel Beams
The studies of CFRP and GFRP were done. Moreover,
studies were not conducted on rehabilitation corroded
steel beams with Basalt FibreaReinforced Polymer (BFRP).
In this study the effectiveness and feasibility of taking
BFRP fabric for rehabilitation corroded steel beams were
studied by doing various tests and by developing finite
elemental models. From this study it is found that the yield
load and ultimate load carrying capacity of steel beams
which were corroded could be restored effectively by
providing significant thickness for BFRP fabrics that are
used. It tends to be hard to reestablish the malleability of
steel pillar which gets consumed, yet the flexibility that can
be improved , that improvement chiefly on the thickness of
BFRP texture.
4.3 Method of Casting Of Column Specimens
For this study the dimensions of column is taken into
account as 150mm diameter and 600mm height and M25
grade concrete experiment carries with it total
fourteencolumns includes two management columns , two
columns wrapped with single layer of CFRP sheets (CC1),
two columns wrapped with single layer of BFRP sheets
(CB1), two columns wrapped with two layer of BFRP
sheets (CB2), two columns wrapped with two layer of
CFRP (CC2), two columns wrapped with BFRPCFRP hybrid
sheets (CB1C1) and a couple of columns wrapped with
CFRP-BFRP hybrid sheet (CC1B1). result of variety of
layers of individual FRP sheets and effectiveness of
exploitation hybrid FRP sheet to confine RC columns is
investigated.4 Nos of 8mm diameter bars are used as main
reinforcement and 6mm dia bars at 100mm c/c spacing
stirrups are provided.
4.4 Retrofitting Of RCC Beams
Subsequent to preloading, a definitive heap of control
pillar, they were checked like the wrapping example to that
they should be wrapped. All the free particles of solid
surface at the ideal space was made harsh utilizing sand
paper surface and clean with dry pieces of clothing to
dispose of all earth and residue particles and prepared to
the ideal standard. The surfaces were then cut by the
estimation. The mixing is finished with the help of plastic
compartment (100 segments by weight of Arladite LY 566
to ten areas by weight of Hardener HY 952) and was
continuing till the mix was uniform. At that point the epoxy
is connected to the solid surface. At that point the BFRP
sheet is put over rosin epoxy stick engineered pitch
covering and along these lines the tar is pressed through
the meandering of the texture with the roller air entangled
at the epoxy are wiped out. It demonstrates the retrofitted
example through the whole solidifying of the epoxy, a
consistent uniform weight is connected on the texture
surface to deliver the surplus epoxy and to reach between
the epoxy, the solid and in this manner the material. Solid
pillars retrofitted with basalt fiber texture were relieved
for 6 hours at room temperature before testing.

Fig -2
Fig -3
4.5 Failure Mode and Crack Pattern
Failure mode and crack pattern of control beam and
retrofitted beams were noted and explained on an
individual basis. For control beams, since the beam
specimens were weak in shear, the shear crack tends to
propagate at the initial stages of loading itself. very little
flexural cracks were determined within the flexural zone at
later loading stages. because the load will increase, shear
crack widens and propagates quickly. The specimens
clearly failed in a very brittle manner with sudden
destruction. both the control beams failed in same manner.
Fig. 6 shows the failure patter of all beams. For beams
wrapped within the shear zone, at the initial loading stage
alittle vertical crack regenerated within the flexural zone.
because the loading will increase, these crack began to
propagate slowly in vertical direction. At later loading
stages, this crack began topropagate in inclined direction.
The failure mode was flexural shear failure. that's BFRP
wraps on the shear zone modified the mode of failure from
brittle to ductile which supplies enough warning before
failure. In each the beams only single crack was seen, that
widened as load increased and each the beams failed in
similar manner. There was no rupture or debonding of the
BFRP. There was no concrete crushing Fig.3 shows the
enlarged view of the crack pattern.
For beams wrapped in diagonal manner, there have been
no cracks at the initial loading stages,because the load
increased little cracks began to form within the flexural
zone. At the initial loading stage there started a little
vertical crack within the flexural zone. Because of the
loading increased, further cracks were formed and started
to propagate vertically. Diagonal wraps arrested the cracks
from widening. At later loading stages, these cracks tend to
propagate in inclined direction. The failure mode was
flexural shear failure. both the beam showed similar failure
behaviour. The crack width of each beams was terribly less
compared to other beams. There was concrete crushing at
the loading points and debonding of BFRP strips from the
concrete surface. Fig.4 shows the enlarged view of failing
beam.
Fig-4
Fig-5
5. CONCLUSIONS
Thus the experimental study on Fibre Reinforced Polymer
beams with BFRP wrapping is studied and the various
characteristics of the beams with BFRP wrapping along
with the failure mode and crack pattern were also studied.
 The change in load-carrying capacity of corroded
steel beams after rehabilitation using BFRP were
studied.
 Any changes in ductility due to the rehabilitation
were reviewed.
 The model of the behaviour of rehabilitated beams
using finite element analysis were done.
 The optimum thickness of BFRP needed for
different percentages of corrosion using finite
element models were determined.
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